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Home My WebLink AboutSTRUCTURAL CALCULATIONSG&D BUILDING SOLUTIONS 1� DATE: February 12, 2020 PROJECT NAME: NEW CON ADRESS: 4422 N Hwy Al A, DESIGN BY: Danay Fernan DESCRIPTION LOAD CALCULATIONS STAIR REVISION This computation book cor calculations, pages are numb( Computations were preforme sound and generally acc requirements. The sign and sea[ provided sheets pages I through 6 Sincerely, I 5-Ts RECEIVED FEB 14 '1J"O �ETE STAIR FOR SION HOMES RT PIERCE, FL 34949 1, P. E. INDEX PAGE 3-6 tains manual and computerized structural �red I thru 6 including this page. J to the best of our knowledge according to 9pted engineering principals and code herein are meant to cover all computation FER&J*lo� Oc " N 7 o 7 0 77142 S T :01. S Dan IET� �,-1 a e2FP W FL Rg� ,�P; I -Re I P��6A 0 N A L "loll I I I ENGINEERS & GENERAL CON RACTORS 1310 NW 67th Ter. Hollywood, FL 33024 1 E 77142 1 CGC 1514512 1 CCC 1328768 305,773.7973 1 projects@gdbuildingsolutio s.com I g6lbuildingsolutions.com bo Ar�:) � -/�4 L 6 U 4A--rt 0 4 'S STArtr, Lvve L/o" = -io PEAP U r, s F,-- �, L L L -4= �2- L-LL4-Pl-!L K lb' 7- o P5 C-- LA-D, .61F+ = (01 L � .7- (0-115 �'2 f-- Title Block Line I You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Title: CONCRETE STAIR REVISION - Dsgnr: DANAY FERNANDEZ, P.E. Project Desc.: Project Notes fc 1/2 * 3.0 ks! Phi Values Flexure: 0.90 fr= fc 7.50 410.79 psi Shear: 0.710 y Density 145.0 pcf .B50 % LtWt Factor 1.0 Elastic Modulus 3,122.0 ksi Fy - Stirrups 60.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Siz # = . # 3 Number of Resisting Legs Per Stirr!up = 2 Load Combination 2009 IBC & ASCE 7-05 44" w x 6" h Span=9.80 ft ...... . ... ........ .. ii!;Itros' Sed o*n*' at S,*7' tk� !!&IR' inforcind, Rectangular Section, Width=44.0in, Height=6.0in Span #1 Reinforcing.... 545 at 2.0 in from Bottom, from 0.0 to 9,80 ft in this span 545 at 2.0 in from Top, from 6.80 to 9.80 ft in this span Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.0760, L=0.1520k/ft TrIbu Wdth = 1.0 ft Partial Length Uniform Load : D = 0.5280, L = 0.3240 k1ft: Extentt �0.01->> 3.80 ft Job # POW: 7 FES 2020. 9:48AM Calculations per ACI 318-08, IEC 2009, CBC 2010, ASCE 7-06 -1'r M'. " vm'�' an 44 in 545 at 2.0 in from Top, from 0.0 to 3.0 ft in this span Service loads entered. Load Factors will be applied for calculations. I maximum tsenaing wress Katio U.buz: iviaximum uetiection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.024 in Ratio= 4956 Mu: Applied 12.546 k - ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Mn * Phi: Allowable 25 ' 009k ft Max Downward Total Deflection 0.067 in Ratio = 1759 Load Combination +1.20D+0.5OLr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio = - 999<180 Location of maximum on span 3.724ft Span # where maximum occurs Span # 1 t Support notation Far left is #1 n ac Wre, Load Combination Support I Support 2 Overall MAXimum 5.030 3.047 D Only 3,292 2.064 L Only 1.737 0.984 D+L 5.030 3.047 IrrUMkeauirennen sT:;:..-.:.% ... ....... . Load Combination Location (ft) Bending Stress Results ( k-ft) Segment Length Span # in Span Mu: Max I Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 3.724 12.55 25.01 0.50 +1.40D - Span # 1 1 3.789 8.72 25.01 0.35 +1.20D+0.5OLr+1.60L+1.60H Span # 1 1 3.724 12.55 25.01 0.50 Title Block Line 1 Title: CONCRETE STAIR REVISION Job # You r p change this area Dsgnr: DANAY FERNANDEZ, P.E. using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Load Combination' Segment Length Span # Location (ft) in Span BeOng.Stress ResUlts ( k-ft) Mu: Max Phi*Mnx Stress Ratio +1.20D+1.60L+0.50S+1.60H Span # 1 1 3.724 12.55 25.01 0.50 +1.20D+1.6OLr+0.50L Span # 1 1 3.768 9.06 25.01 0.36 +1.20D+0.50L+1.60S Span # 1 1 3.768 9.06 25.01 0.36 +1.20D+0.5OLr+0.50L+1.60W Span # 1 1 3.768 9.06 25.01 0.36 +1.20D+0.50L+0.50S+1.60W Span # 1 1 3.768 9.06 25.01 0.36 +1.20D+0.50L+0,20S+E Span # 1 1 3.768 9.06 25.01 0.36 Load Combination D+L Max. "2 Defi Lo4ation in Span Load Combination Pdnted: 7 FEB 2020, 9:48AM Max. "+"Defi Locationin Span Title Block Line I You cvri change this area using the "Settings' menu item and then Using the "Printing & Title Block" selection. Tiflo Plne-k I inn A Title: CONCRETE STAIR REVISION Dsgnr: DANAY FERNANDEZ, P.E. Project Desc.: Project Notes Job # Pdnted: 7 FEB 2020. 9:43AM A gs616fiqfis\2020joWarmkd6 �16b-revision. 16t;:1',2;3,7:ik6�,1,. ...,_66cre: 01 -Build:6:41'6.23,,Vec6.11�6.2S�"�': -ENER ALQ'IN -4b63�2 t ................ .... ..... ............ Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7 05 Flexure: 0.90 fc 3.0 ksi Phi Valu s 1/2 fr= fc 7.50 410.79 psi Shear: 0.750 y Density 145.0 pcf 0.850 LtWt Factor 1.0 Elastic Modulus 3,122.0 ksi Fy - Stirrups 60.0 ksi 224 E - Stirrups 29,000.0 ks! fy - Main Rebar 60.0 ksi Stirrup Bar S Ize # = # 3 vp E - Main Rebar 29,000.0 ksi Number of Resisting Legs Per S1 rrup = 2 in Load Combination 2009 IBC & ASCE 7-05 D(O.0760) L(O.1520) 44" w x 8" h Span=1 6.160 ft ...... .. ..... ... . ...... ... .. . ..... ... ..... .... .. ... .. . ..... E.11!;�* S!186 a US ... Rectangular Section, Wdth=44.0in, Helg��i'- Span #1 Reinforcing.... 545 at 2.0 in from Bottom, from 0.0 to it). 160 Tt in this S an 545 at 2.0 in from Top, from 0.0 to 4.0 ft in this span 545 at 2.0 in from Top, from 12.0 to 16.160 ft in this spa ...... ............ . . . . . . . . . . . . . . . . .. . . . .. . . . . . . . . . . ff dl' di .,ppife s: .. ... ....... . ... Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spins... Uniform Load on ALL spans: D 0.0760, L 0.1520 k/ft, Tri utary Width 1.0 ft A:-.:-;:!:r. �11,4:1-1:.i:t1::= : ............. URM ........ ..... .... . .... ... Maximum Bending Stress Ratio 3 1 Maximum Deflection - Section used for this span Typical S4.t!lo Max Downward L+Lr+S Deflection 0.092 in Ratio = 2106 Mu Applied 24. 0 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 C Mn Phi: Allowable 38.969 k-ft Max Downward Total Deflection 0.205-in Ratio = 947 Load Combination +1.20D+0,5OLr+1.60L+l . 60� Max Upward Total'Deflection 0.000 in Ratio = 999 <1 80 Location of maximum on span 8.080ft Span # where maximum occurs Span 11 ..... .... U.. A... icarkeac lons infac ore Support notation Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 4.706 4.706 D Only 3.478 3.478 L Only 1.228 1.228 D+L 4.706 4.706 .-t .... ..... .... ............ 'R .... .... ... .. sar.s, ir'ruip�.. equiremen t Entire Beam Soan Lenoth: Vu < PhiVcJ2. Redd Vs Not Read. use sth t:-. ;.�L.; :..;:21 -- N.:.,�tf, :.--:...--:;-: 1! : :: :+.; ! L-..- : !.�..;,.,.+1.;,..:,� DS Maced at 0.000 in ;... U -,: ... ... ..... ... Load Combination Location (ft) Bending Stress Results ( k-ft) Segment Length Span # in Span Mu: Max I Phi -Mix Stress Ratio MAAIMUM ULNUINU Lnveiope Span # 1 1 8.080 24.80 38.96 0.64 +1.40D . Span # 1 1 8.080 19.67 38.�6 0.50 +1.20D+0.5OLr+1.60L+1.60H Span # 1 1 8.080 24.80 38.96 0.64 +1.20D+1.60L+0.50S+1.60H 5 Title Block Line I Title: CONCRETE STAIR REVISION You cah, change this area Dsgnr: DANAY FERNANDEZ, P.E. using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes: Title Block" selection. Title Block Line 6 1� iuldoho�n6�er�drlg'db6ildibi�*61uti6ns-1202�jobslai�ffiando�r,e�e,slcalcdlatio� Kp, ENERCA "INC 19 oncre. e�� load Combination Location (ft) B nding Stress Results (k-ft) Segment Length Span # in Span Mu: Ma Phi'Mnx Stress Ratio Job # Nnted: 7 FEB 2020. 9:43AM Span # 1 1 8.080 24.80 38.96 0.64 +1.20D+1.6OLr+0.50L Span # 1 1 8.080 19.34 38.96 0.50 +1.20D+0.50L+1.60S Span # 1 1 8.080 19.34 38.96 0.50 +1.20D+0.5OLr+0.50L+1.60W Span # 1 1 8.080 19.34 38.96 0.50 +1.20D+0.50L+0.50S+1.60W Span # 1 1 8.080 19.34 38.96 0.50 +1.20D*0.50L+0.20S+E Span # 1 1 8,080 19.34 .38.96 0.50 .......... .... Dvd M I I ! M a' x i'du M' D bf, dih�ls:'047;. nf atto6ed itoi wzs1_5;*:..` Location in Span Load Combination Max. "+"Defl Location in Span . ..... ............ ... ... ..... Load Combination Span Max.%" Defi D+L 1 0.2046 7.918 0.0000 0.000 A